| Product(s): | RAM Elements | ||
| Version(s): | 10.00 or later | ||
| Environment: | N/A | ||
| Area: | N/A | ||
| Original Author: | Bentley Technical Support Group |
Which surface of the shell is the "Front"?
Whichever way the shell local 2 axis points, that's the "front" of the wall, i.e. the elevation you "see" when you pull the shell into any integrated wall module. The 2 axis can be flipped using the "Flip shell orientation" tool under Shells - Local axes, but this also affects the 3 axis direction, opening placement and sign convention for shell pressures.
On the FEM tab of the stand-alone masonry wall module the Front is denoted as the Top surface, while the back is the Bottom surface.
How does partial grouting affect the Masonry Wall design?
Partial grouting versus full grouting affects:
- The self weight of the wall*.
- Effective concrete area considered in checking the major axis shear for shear wall design (lateral in-plane loads). The center area of the blocks are ignored when partial grouting is used.
* Wall self weight is derived from NCMA TEK 14-13B. Material properties for masonry are still used in the analysis of walls.
Partial grouting does not affect out-of-plane deformation shown on the FEM screen or the Diagram screen. These are based on the solid, prismatic, uncracked properties of the wall.
Why doesn't the module optimize a wall with any horizontal reinforcement?
- Make sure that you have “Shear walls” selected under Elements to Design.
- Make sure you have the desired joint reinforcement type selected too.
Why does stacked bond produce the same capacity as running bond?
How are masonry lintels designed?
Currently, the wall above an opening can be designed as a lintel beam if the Home – Design data – "Elements to design" includes the Lintels option.
The user can specify the design depth for the lintel, it need not be the full depth of the wall above the opening. The user can also limit the range of bar sizes used.
The lintel and the wall are all part of the same finite element mesh, visible on the FEM tab in the stand-alone version of the module. From the FEM screen it is clear that the elements are all connected and inseparable, analogous to a continuous bond beam or fully doweled lintel. To determine the demand, the program slices vertical section cuts through the lintel at 10 points along the length and integrates the shell internal forces to determine an envelope of bending moment demand. The critical demand is then reported under Results: Bending as “M” in the Lintel Design portion of the report. The critical force along the cuts is reported as V.
The program tries to optimize longitudinal and shear reinforcing, placing top reinforcement when negative bending requires it and bottom bars just above the opening for positive bending. The program will extend or develop these bars as required. For user defined reinforcement, warnings will be given when the flexural strength of development is insufficient.
Design of a pinned-ended type lintel or one with control joints is not possible at this time.
What sections of ACI 530-08 are checked?
Here is a table of the provisions checked for Strength design, LRFD.
Chapter | Section | Notes |
1. General Design requirements for masonry | 1.8 Materials 1.8.2 Elastic moduli 1.8.2.1 Steel reinforcement 1.8.2.2 Clay and concrete masonry |
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1.9 Section properties 1.9.1 Stress computations 1.9.2 Stiffness 1.9.3 Radius of gyration 1.9.5 Bearing area 1.9.6 Effective compressive width per bar |
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1.13 Beams 1.13.3 Deflections 1.13.3.1 1.13.3.2 |
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1.14 Columns 1.14.1 General column design 1.14.1.1 1.14.1.2 1.14.1.3 (a and b) |
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1.15 Details of reinforcement and metal accessories 1.15.1 1.15.2 Size of reinforcement 1.15.2.1 1.15.2.3 1.15.3 Placement of reinforcement 1.15.3.1 1.15.3.2 1.15.4 Protection of reinforcement and metal accessories 1.15.4.1 | The masonry cover is set by the user | |
1.17 Seismic requirements. | All implemented related to ASD and SD (chapter 2 and 3) | |
3. Strength Design of Masonry | 3.1.3 Design Strength |
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3.1.4 Strength – reduction factors 3.1.4.1 3.1.4.2 3.1.4.3 |
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3.1.8 Material properties 3.1.8.1 |
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3.2.2 Flexural and axial strength of unreinforced masonry 3.2.2.1 3.2.2.2 3.2.2.3 3.2.2.4 |
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3.2.3 Axial tension |
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3.2.4 Nominal shear strength |
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3.3.2 Design assumption for reinforced masonry |
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3.3.3 Reinforcement 3.3.3.3 3.3.3.5 | The maximum flexural reinforcement can be calculated considering or | |
3.3.4 Design of beams piers and columns 3.3.4.1 Nominal strength 3.3.4.1.1 Nominal axial and flexural strength 3.3.4.1.2 Nominal shear strength 3.3.4.2 Beams 3.3.4.2.2 Longitudinal reinforcement 3.3.4.2.2.2 3.3.4.2.2.3 (c and d) 3.3.4.2.4 3.3.4.2.5 3.3.4.4 Columns 3.3.4.4.1 3.3.4.4.2 |
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3.3.5 Wall design for out of plane loads 3.3.5.3 3.3.5.4 |
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3.3.6 Wall design for in plane loads 3.3.6.2 3.3.6.3 3.3.6.4 |
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See Also
RAM Instability In Finite Element Analysis
Structural Product TechNotes And FAQs